Western Washington Hydrology Model Version 3.0 User Manual · Western Washington Hydrology Model Version 3.0 User Manual 1 INTRODUCTION The WWHM3 is the third edition of the Western

Western Washington Hydrology Model Version 3.0

User Manual

August 2006

Western Washington Hydrology Model Version 3.0

User Manual

Prepared by Clear Creek Solutions, Inc.

August 2006

To download the Western Washington Hydrology Model

and the electronic version of this user’s manual, please visit our website at:

http://www.ecy.wa.gov/programs/wq/stormwater/wwhm_training/wwhm/wwhm_v3/index.html.

If you have questions about the WWHM, please contact: Foroozan Labib, Environmental Engineer

Department of Ecology Water Quality Program

(360) 407-6439 [email protected]

If you require this document in an alternative format, please call the secretary at (360) 407-6401. The TTY number is 711 or 1-800-833-6388.

Table of Contents

Introduction………………………………………………………………….. 1 Quick Start…………………………………………………………………… 3 Main Screens………………………………………………………………… 24 Map Information Screen……………………………………………………… 25 General Project Information Screen…………………………………………… 26 Schematic Editor……………………………………………………………… 27 Basin…………………………………………………………………………… 28 Lateral Basin…………………………………………………………………… 31 Lateral I Basin………………………………………………………………… 32 Trapezoidal Pond……………………………………………………………… 33 Vault…………………………………………………………………………… 35 Tank…………………………………………………………………………… 36 Irregular Pond………………………………………………………………… 37 Gravel Trench Bed…………………………………………………………… 40 Sand Filter…………………………………………………………………… 41 Riser/Weir…………………………………………………………………… 42 Infiltration……………………………………………………………………… 44 AutoPond……………………………………………………………………… 45 Stage-Storage-Discharge Table………………………………………………… 47 High Groundwater/Wetland…………………………………………………… 48 Channel………………………………………………………………………… 50 Flow Splitter…………………………………………………………………… 51 Time Series……………………………………………………………………… 53 SSD Table……………………………………………………………………… 55 Point of Compliance…………………………………………………………… 57 Connecting Elements…………………………………………………………… 59 Analysis Screen………………………………………………………………… 62 Reports Screen………………………………………………………………… 70 Tools Screen…………………………………………………………………… 71 LID Analysis Screen…………………………………………………………… 73 Options……………………………………………………………………..…… 77 Appendix A: Default WWHM3 HSPF Pervious Parameter Values……………. 80 Appendix B: Default WWHM3 HSPF Impervious Parameter Values…………. 89

Western Washington Hydrology Model Version 3.0 User Manual

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INTRODUCTION The WWHM3 is the third edition of the Western Washington Hydrology Model. It was designed by the Washington State Department of Ecology, AQUA TERRA Consultants, and Clear Creek Solutions, Inc. (the successor to the Washington offices of AQUA TERRA Consultants). This version is faster, more flexible, easier, and offers more options than WWHM2. Because of its increased flexibility the user can now model almost any hydrologic condition related to stormwater control and design. This user manual and development of WWHM3 was funded by the Washington State Department of Ecology Contract No. C0500104 with AQUA TERRA Consultants. AQUA TERRA staff (and now Clear Creek Solutions staff) responsible for the WWHM3 and this user manual are Joe Brascher, Shanon White, and Doug Beyerlein. Purpose The purpose of the WWHM3 is to size stormwater control facilities to mitigate the effects of increased runoff (peak discharge, duration, and volume) from proposed land use changes that impact natural streams, wetlands, and other water courses. The WWHM3 provides:

• A uniform methodology for the 19 counties of Western Washington • A more accurate methodology than single event design storms • An easy-to-use software package

The WWHM3 is based on:

• Continuous simulation hydrology (HSPF) • Actual long-term recorded precipitation data • Measured pan evaporation data • Historic vegetation (for Predeveloped conditions) • Regional HSPF parameters

Parameter values can be modified for local conditions. What’s New in Version 3 WWHM3 gives the user greater modeling flexibility and options. Version 2 was limited to drainages of less than half a square mile (320 acres) because of the lack of a conveyance feature (natural channel or pipe). This limitation does not apply to WWHM3; with Version 3 the user can model entire watersheds of unlimited size as long as they are contained within a single county. Specific changes and additions in Version 3 include:

• Icons are now called elements in the Schematic screen. • There are separate elements for trapezoidal ponds, irregular ponds, tanks, and

vaults.


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• Basin land use categories now include land slopes (flat, moderate, and steep). • Runoff credits have been replace with specific categories to disperse roof runoff

to lawn, etc. • Standard residential has been removed, although the user can still explicitly input

the standard residential assumptions. • Two lateral basins (pervious and impervious) have been added. Flow can go

directly from a lateral basin to another basin without a connecting conveyance system.

• A flow splitter now offers greater flexibility in deciding how to separate the flow. • The open channel conveyance element has been added. • Gravel trench beds have been added. • Wetponds have been added. Wetponds can be used to model wetlands and areas

influenced by high groundwater. • There is no longer a Point of Compliance icon (or element). The user can specify

a point of compliance at any element by right clicking on that element and selecting “Point of Compliance”. There can be multiple points of compliance. The model keeps track of each one.

• There is no longer an Extender icon (or element). The user now explicitly links one element to another.

• Preferences has been replaced by View, Options and a criteria checker has been added.

• View/Export Time Series has been moved into Tools and additional options have been added.

Computer Requirements

• Windows 2000/XP with 150 MB uncompressed hard drive space • Internet access (only required for downloading WWHM3, not required for

executing WWHM3) • Pentium 3 or faster processor (desirable) • Color monitor (desirable)

Before Starting the Program

• Knowledge of the site location and/or street address. • Knowledge of the actual distribution of existing site soil by category (A/B, C, or

saturated). • Knowledge of the planned distribution of the proposed development (buildings,

streets, sidewalks, parking, lawn areas) overlying the soil categories. • An idea of a first approximation of the top surface area for a trapezoidal or

irregular-shape pond (if used).


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QUICK START Below is a brief set of steps that show how to use the WWHM3 to quickly size a stormwater detention pond. 1. Select the county in which the project site is located.

Click the down arrow in the box in the upper left corner. A list of all 19 Western Washington counties is shown. Scroll down to find the county you want. Left click on the county name. The county map will then show on the map screen. Locate the project site on the map. Use the map controls to magnify a portion of the map, if needed. Select the project site by left clicking on the map location. A red square will be placed on the map identifying the project site.


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The WWHM3 selects the appropriate rain gage record and precipitation multiplication factor.


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2. Use the tool bar (immediately above the map) to move to the Scenario Editor. Click on the General Project Information button. The General Project Information button will bring up the Schematic Editor. The schematic editor screen contains two scenarios: Predeveloped and Mitigated. Set up first the Predeveloped scenario and then the Mitigated scenario. Check the Predeveloped scenario box. Left click on the Basin element under the Elements heading. The Basin element is the upper left element. Select any grid cell (preferably near the top of the grid) and left click on that grid. The basin will appear in that grid cell. The entire grid can be moved up, down, left, or right using the Move Elements arrow buttons. The gird coordinates from one project can be saved (Save x,y) and used for new projects (Load x,y).


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To the right of the grid is the land use information associated with the basin. Select the appropriate soil, vegetation, and land slope for the Predeveloped scenario. For this example we will assume that the Predeveloped land use is 10 acres of C soil (till) with forest vegetation, on a flat (0-5%) slope.


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The exit from this basin will be selected as our point of compliance for the Predeveloped scenario. Right click on the basin element and highlight Connect to Point of Compliance. The Point of Compliance screen will be shown for Predeveloped Basin 1. The POC (Point of Compliance) outlet has been checked for both surface runoff and interflow. These are the two flow components of stormwater runoff. Do not check the groundwater box unless there is observed and documented base flow on the project site. Click the Connect button in the low right corner to connect this point of compliance to the Predeveloped basin.


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After the point of compliance has been added to the basin the basin element will change. A small box with a bar chart graphic will be shown in the lower right corner of the basin element. This small POC box identifies this basin as a point of compliance.


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3. Set up the Mitigated scenario.

First, check the Mitigated scenario box and place a basin element on the grid.


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For the Mitigated land use we have:

5 acres of C, lawn, flat 2 acres of roads, flat 1 acre of roof tops 1 acre of driveways, flat 1 acre of sidewalks, flat

We will add a trapezoidal pond downstream of the basin.


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The trapezoidal pond element is placed below the basin element on the grid. Right click on the basin and select Connect To Element. A green line will appear with one end connected to the basin. With the mouse pointer pull the other end of the line down to the trapezoidal pond and click on the pond. This will bring up the From Basin to Conveyance screen. As with the Predeveloped scenario we want to only connect the surface flow and the interflow from the basin to the pond. Click OK.


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A line will connect the basin to the pond.


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Right click on the trapezoidal pond element to connect the pond’s outlet to the point of compliance. Highlight Connect to Point Of Compliance and click.


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The Point of Compliance screen will be shown for the pond. The pond has one outlet (by default). The outflow from the pond will be compared with the Predeveloped runoff. The point of compliance is designated as POC 1 (WWHM3 allows for multiple points of compliance). Click on the Connect button.


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The point of compliance is shown on the pond element as a small box with the letter “A” and a bar chart symbol in the lower right corner.


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4. Sizing the pond.

A trapezoidal stormwater pond can be sized either manually or automatically (using AutoPond). For this example AutoPond will be used. Click on the AutoPond button and the AutoPond screen will appear. The user can set the pond depth (default: 7 feet), pond length to width ratio (default: 1 to 1), pond side slopes (default: 3 to 1), and the outlet structure configuration (default: 1 orifice and riser with rectangular notch weir).


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To optimize the pond design and create the smallest pond possible, move the Automatic Pond Adjuster pointer from the left to the right. The pond does not yet have any dimensions. Click the Create Pond button to create initial pond dimensions and optimize the pond size and outlet structure.

The WWHM3 first computes the Predeveloped runoff then the flow frequency for the Predeveloped runoff. From the flow frequency results half of the 2-year and the 50-year flows are identified. This is the range selected for the flow duration analysis. The


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Predeveloped flow duration values between half of the 2-year and the 50-year are plotted on the screen in blue. The WWHM3 computes Mitigated runoff. AutoPond selects initial pond and outlet structure dimensions and the Mitigated flow is routed through the pond. The outflow from the pond is analyzed and the Mitigated flow duration is plotted on the screen in red. AutoPond compares the Mitigated flow duration results with the Predeveloped flow duration values. If the Mitigated flow duration values are greater than the Predeveloped values AutoPond increases the size of the pond or alters the outlet structure based on predefined rules and reruns the Mitigated runoff through the revised pond. If the Mitigated flow duration values are less than the Predeveloped values AutoPond decreases the size of the pond or alters the outlet structure and reruns the Mitigated runoff through the revised pond. Either way, AutoPond continues this exercise until the smallest possible pond is designed. At that point AutoPond announces that it is finished. The pond is now sized. The user may continue to manually optimize the pond by manually changing pond dimensions and/or the outlet structure configuration. After making these changes the user should click on the Optimize Pond button to check the results and see if AutoPond can make further improvements.


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The final pond dimensions (bottom length, bottom width, effective pond depth, and side slopes) and outlet structure information (riser height, riser diameter, riser weir type, weir notch height and width, and orifice diameter and height) are shown on the trapezoidal pond screen to the right of the Schematic grid.


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5. Review analysis.

The Analysis tool bar button (third from the left) brings up the Analysis screen where the user can look at the results. Each time series dataset is listed in the Analyze Datasets box in the lower left corner. To review the flow duration analysis at the point of compliance select the POC 1 tab at the bottom and make sure that both the 501 POC 1 Predeveloped flow and 801 POC 1 Developed flow are highlighted. Click the Run Analysis button.


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The flow duration plot for both Predeveloped and Mitigated flows will be shown along with the specific flow values and number of times Predeveloped and Mitigated flows exceeded those flow values. The Pass/Fail on the right indicates whether or not at that flow level the Ecology flow control standard criteria were met and the pond passes at that flow level (from half of the 2-year flow to the 50-year). If not, a Fail is shown; one Fail fails the pond design.


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6. Produce report.

Click on the Reports tool bar button (fourth from the left) to generate a project report with all of the project information and results. Scroll down the Report screen to see all of the results.


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7. Save project.

To save the project click on File in the upper left corner and select Save As. Select a file name and save the WWHM3 project file. The user can exit WWHM3 and later reload the project file with all of its information by going to File, Open.


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MAIN SCREENS

WWHM3 has six main screens. These main screens can be accessed through the buttons shown on the tool bar above or via the View menu. The six main screens are: • Map Information • General Project Information • Analysis • Reports • Tools • LID (Low Impact Development) Analysis Each is discussed in more detail in the following sections.


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MAP INFORMATION SCREEN

The Map Screen contains county information. The map is directly linked to the meteorological database that contains precipitation and evaporation data. The precipitation gage and precip factor are shown to the right of the map. They change depending on the project site location. The user can elect to use Washington State Department of Transportation (DOT) precipitation data developed by MGS Consulting by checking the “Use DOT data” box to the right of the map. When the DOT data box is checked the map screen changes to show a map of the entire 19 counties of Western Washington with the area for which the DOT precipitation data are available outlined (the data are not available everywhere). The county selection can be changed by clicking on the pulldown menu above the map and selecting one of the 19 Western Washington counties. The user can provide site information (optional). The user locates the project site on the map screen by using the mouse and left clicking at the project site location. Right clicking on the map re-centers the view. The + and – buttons zoom in and out, respectively. The cross hair button zooms out to the full county view. The arrow keys scroll the map view.


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GENERAL PROJECT INFORMATION SCREEN

The project screen contains all of the information about the project site for the two land use scenarios: Predeveloped land use conditions and the Mitigated (developed) land use conditions. To change from one scenario to another check the box in front of the scenario name in the upper left corner of the screen. Predeveloped is defined as the existing conditions prior to land use development. Runoff from the Predeveloped scenario is used as the target for the Mitigated scenario compliance. Unless there are special circumstances, the Department of Ecology requires that Predeveloped land use be Forest. However, the model will accept any land use for this scenario. Mitigated is defined as the developed land use with mitigation measures (as selected by the user). Mitigated is used for sizing stormwater control and water quality facilities. The runoff from the Mitigated scenario is compared with the Predeveloped scenario runoff to determine compliance with Ecology standards. Below the scenario boxes are the Elements (formerly called ‘icons’ in WWHM2). Each element represents a specific feature (basin, pond, etc.) and is described in more detail in the following section.


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SCHEMATIC EDITOR

The project screen also contains the Schematic Editor. The Schematic Editor is the grid to the right of the elements. This grid is where each element is placed and linked together. The grid, using the scroll bars on the left and bottom, expands as large as needed to contain all of the elements for the project. All movement on the grid must be from the top of the grid down. The space to the right of the grid will contain the appropriate element information. To select and place an element on the grid, first left click on the specific element in the Elements menu and then left click on the selected grid square. The selected element will appear in the grid square. (DO NOT drag and drop the element, like in WWHM2.) The entire grid can be moved up, down, left, or right using the Move Elements arrow buttons. The gird coordinates from one project can be saved (Save x,y) and used for new projects (Load x,y).


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BASIN

The Basin element represents a drainage area that can have any combination of soils, vegetation, and land uses. A basin produces three types of runoff: (1) surface runoff, (2) interflow, and (3) groundwater. The user can specify where each of these three types of runoff should be directed. The default setting is for the surface runoff and interflow to go to the stormwater facility; groundwater should not be connected unless there is observed base flow occurring in the drainage basin. The user inputs the number of acres of appropriate basin land use information. Pervious land use information is in the form of soil, vegetation, and land slope. For example, “C, Forest, Flat” means SCS soil type C (till), forest vegetation, and flat (0-5%) land slope. There are three basic soil types: A/B (outwash soils), C (till), and SAT (saturated/ wetland/hydric soils). There are three basic vegetation categories: forest (second growth Douglas Fir), pasture (non-forested natural areas/scrub/shrub rural vegetation), and lawn (sod lawn/grass/ landscaped urban vegetation). There are also three land slope categories: flat (0-5%), moderate (5-15%), and steep (>15%).


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Impervious areas are divided into five types with three different slopes. The four types are: roads, roofs, driveways, sidewalks, and parking. The slope categories are the same as for the pervious land use (flat, moderate, steep). Pond area is also listed as an impervious area. Runoff credits are included in the nine pervious land categories at the bottom of the Available Pervious list (see below).

These eight land uses are: (1) C/IMP DISP/FLAT = Dispersal of impervious area runoff on C soil with flat slope. (2) C/IMP DISP/MOD = Dispersal of impervious area runoff on C soil with moderate

slope. (3) C/IMP DISP/STEEP = Dispersal of impervious area runoff on C soil with steep

slope. (4) A/B/IMP INF/FLAT = Infiltration of impervious area runoff on A/B soil with flat

slope. (5) A/B/IMP INF/MOD = Infiltration of impervious area runoff on A/B soil with

moderate slope. (6) A/B/IMP INF/STEEP = Infiltration of impervious area runoff on A/B soil with steep

slope. (7) SAT/IMP DISP/FLAT = Dispersal of impervious area runoff on saturated soil with

flat slope.


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(8) SAT/IMP DISP/MOD = Dispersal of impervious area runoff on saturated soil with moderate slope.

(9) SAT/IMP DISP/STEEP = Dispersal of impervious area runoff on saturated soil with steep slope.

The standard residential option (WWHM2) is not explicitly included in WWHM3. The user can still use the standard residential default values by manually computing and adding the appropriate areas to the basin land use information. The standard residential default values are:

• 3200 square feet (0.073 acres) of roof per residential lot • 1000 square feet (0.023 acres) of driveway per residential lot • the remainder of the residential lot is considered to be lawn.


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LATERAL BASIN (Pervious)

The pervious lateral basin is similar to the standard basin except that the runoff from the lateral basin goes to another adjacent lateral basin (impervious or pervious) rather than directly to a conveyance system or stormwater facility. By definition, the pervious lateral basin contains only a single pervious land type. Impervious area is handled separately with the impervious lateral basin (Lateral I Basin). The user selects the pervious lateral basin land type by checking the appropriate box on the Available Soil Types Tools screen. This information is automatically placed in the Soil (PERLND) Type box above. Once entered, the land type can be changed by clicking on the Change button on the right. The user enters the number of acres represented by the lateral basin land type. If the lateral basin contains two or more pervious land use types then the user should create a separate lateral basin for each.


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LATERAL I BASIN (Impervious)

The impervious lateral basin is similar to the standard basin except that the surface runoff from the lateral impervious basin goes to another adjacent lateral basin (impervious or pervious) rather than directly to a conveyance system or stormwater facility. By definition, the impervious lateral basin contains only impervious land types. Pervious area is handled separately with the pervious lateral basin (Lateral Basin). The user selects the impervious lateral basin land type by checking the appropriate box on the Available Impervious Coverages screen. This information is automatically placed in the Impervious (IMPLND) Type box above. Once entered, the land type can be changed by clicking on the Change button on the right. The user enters the number of acres represented by the lateral impervious basin land type. If the lateral impervious basin contains two or more impervious land use types then the user should create a separate lateral I basin for each.


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TRAPEZOIDAL POND

In WWHM3 there is an individual pond element for each type of pond and stormwater control facility. The pond element shown above is for a trapezoidal pond. This is the most common type of stormwater pond. A trapezoidal pond has dimensions (bottom length and width, depth, and side slopes) and an outlet structure consisting of a riser and one or more orifices to control the release of stormwater from the pond. A trapezoidal pond includes the option to infiltrate runoff, if the soils are appropriate and there is sufficient depth to the underlying groundwater table. The user has the option to specify that different outlets be directed to different downstream destinations, although usually all of the outlets go to a single downstream location. AutoPond will automatically size a trapezoidal pond to meet Ecology flow control standards. QuickPond will instantly create a pond without checking it for compliancy with Ecology standards. The user can change the default name “Trapezoidal Pond 1” to another more appropriate name, if desired.


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Precipitation and evaporation can be applied to the pond. The default standard setting is not to apply precipitation and evaporation, but to treat the pond surface area as an impervious surface. The pond bottom elevation can be set to an elevation other than zero if the user wants to actual elevations. All pond stage values are relative to the bottom elevation. Negative bottom elevations are not allowed. The pond effective depth is the pond height (including freeboard) above the pond bottom. It is not the actual elevation of the top of the pond. Pond side slopes are in terms of horizontal distance over vertical. A standard 3:1 (H/V) side slope would be given a value of 3. A vertical side slope has a value of 0. The pond bottom is assumed to be flat. The pond outlet structure consists of a riser and zero to three orifices. The riser has a height (typically one foot less than the effective depth) and a diameter. The riser can have either a flat top or a weir notch cut into the side of the top of the riser. The notch can be either rectangular, V-shaped, or a Sutro weir. More information on the riser weir shapes and orifices is provided later in this manual. After the pond is given dimensions and outlet information the user can view the resulting stage-storage-discharge table by clicking on the “Open Table” arrow in the lower right corner of the pond information screen. This table hydraulically defines the pond’s characteristics.


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VAULT

The storage vault has all of the same characteristics of the trapezoidal pond, except that the user does not specify the side slopes (by definition they are zero). AutoVault and QuickVault work the same way as AutoPond and QuickPond.


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TANK

A storage tank is a cylinder placed on its side. The user specifies the tank’s diameter and length. There is no AutoTank (automatic tank sizing routine). The user must manually size the tank to meet Ecology’s standards. There is a QuickTank option that creates a tank, but does not check for compliance with Ecology’s standards.


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IRREGULAR POND

An irregular pond is any pond with a shape that differs from the rectangular top of a trapezoidal pond. An irregular pond has all of the same characteristics of a trapezoidal pond, but its shape must be defined by the user. To create the shape of an irregular pond the user clicks on the “Open PondPad” button. This allows the user to access the PondPad interface (see below).


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PondPad Interface

The PondPad interface is a grid on which the user can specify the outline of the top of the pond and the pond’s side slopes. The user selects the line button (second from the top on the upper left corner of the PondPad screen). Once the line button is turned on the user moves the mouse over the grid to locate the pond’s corner points. The user does this in a clockwise direction to outline the pond’s top perimeter. The user can select individual points by clicking on the point button immediately below the line button. Once selected, any individual point can be moved or repositioned.


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The default side slope value is 3 (3:1). The side slopes can be individually changed by right clicking on the specific side (which changes the line color from black to red) and then entering the individual side slope value in the slope text box. The grid scale can be changed by entering a new value in the grid scale box. The default value is 200 feet. PondPad Controls and Numbers Clear: The Clear button clears all of the lines on the grid. Line: The Line button allows the user to draw new lines with the mouse. Point: The Point button allows the user to move individual points to alter the

pond shape and size. Sq Ft: Converts the computed pond area from square feet to acres and back. Grid Scale: Changes the length of a grid line. Default grid scale is 200 feet. Grid X: Horizontal location of the mouse pointer on the grid

(0 is the upper left corner). Grid Y: Vertical location of the mouse pointer on the grid (0 is the upper left corner) Area: Top area of the pond (either in square feet or acres). Slope: Side slope of the selected line (side of the pond).


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GRAVEL TRENCH BED

The gravel trench bed is a new feature in WWHM3. It is used to spread and infiltrate runoff, but also can have one or more surface outlets represented by an outlet structure with a riser and multiple orifices. The user specifies the trench length, bottom width, total depth, bottom slope, and left and right side slopes. The material layers represent the amended soils and their design characteristics (thickness and porosity). These are the soil layers added to the gravel trench bed to filter the runoff prior to dispersal. QuickTrench will instantly create a gravel trench bed with default values without checking it for compliancy with Ecology standards.


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SAND FILTER

The sand filter is a water quality facility. It does not infiltrate runoff, but is used to filter runoff through a medium and sent it downstream. It can also have one or more surface outlets represented by an outlet structure with a riser and multiple orifices. The user must specify the facility dimensions (bottom length and width, effective depth, and side slopes. The hydraulic conductivity of the sand filter and the filter material depth are also needed to size the sand filter (default values are 1.0 and 1.5, respectively). The goal of the sand filter is meet the Ecology treatment standard of filtering at least 91% of the total runoff volume. The filter discharge is calculated using the equation Q = K*I*A, where Q is the discharge in cubic feet per second (cfs). K equals the hydraulic conductivity (inches per hour). For sand filters K = 1.0 in/hr. Sand is the default medium. If another filtration material is used then the design engineer should enter the appropriate K value supported by documentation and approval by the reviewing authority. Design of a sand filter requires input of facility dimensions and outlet structure characteristics, running the sand filter scenario, and then checking the volume calculations to see if the Percent Filtered equals or exceeds 91.0%. If the value is less than 91% then the user should increase the size of the sand filter dimensions and/or change the outlet structure.


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RISER/WEIR The trapezoidal pond, vault, tank, irregular pond, gravel trench bed, and sand filter all use a riser for the outlet structure to control discharge from the facility. The riser is a vertical pipe with a height above pond bottom (typically one foot less than the effective depth). The user specifies the riser height and diameter. The riser can have up to three round orifices. The bottom orifice is usually located at the bottom of the pond and/or above any dead storage in the facility. The user can set the diameter and height of each orifice. The model will automatically calculate the maximum orifice discharge value, QMax (cfs), if the pond dimensions have already been defined. The user specifies the riser type as either flat or notched. The weir notch can be either rectangular, V-notch, or a Sutro weir. The shape of each type of weir is shown below.

Rectangular Notch V-Notch Sutro By selecting the appropriate notch type the user is then given the option to enter the appropriate notch type dimensions. Riser and orifice equations used in WWHM3 are provided below.


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Headr = the water height over the notch/orifice bottom. q = discharge Riser Head Discharge: Head = water level above riser q = 9.739 * Riser Diameter * Head ^ 1.5 Orifice Equation: q = 3.782 * (Orifice Diameter) ^ 2 * SQRT(Headr) Rectangular Notch: b = NotchWidth *- (1- 0.2 * Headr) where b >= 0.8 q = 3.33 * b * Headr ^ 1.5 Sutro: Wh = Top Width + {(Bottom Width- Top Width)/Notch Height }* Headr

Wd = Bottom Width - Wh (the difference between the bottom and top widths) Q1 = (rectangular notch q where Notch Width = Wh) Q2 = (rectangular notch q where Notch Width = Wd) q = Q1 + Q2 / 2 V-Notch: Notch Bottom = height from bottom of riser to bottom of notch Theta = Notch Angle a = 2.664261 - 0.0018641 * Theta + 0.00005761 * Theta ^2 b = -0.48875 + 0.003843 * Theta - 0.000092124 * Theta ^2 c = 0.3392 - 0.0024318 * Theta + 0.00004715 * Theta ^2 YoverH = Headr / (NotchBottom + Headr) Coef = a + b * Headr + c * Headr ^2 q = (Coef * Tan(Theta / 2)) * (Headr ^ (5 / 2))


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INFILTRATION Infiltration of stormwater runoff is a recommended solution if certain conditions are met. These conditions include: a soils report, testing, groundwater protection, pre-settling, and appropriate construction techniques (see Ecology’s Stormwater Management Manual for Western Washington for details). The user clicks on the Infiltration option arrow to change infiltration from NO to YES. This activates the infiltration input options: measured infiltration rate, infiltration reduction factor, and whether or not to allow infiltration through the wetted side slopes/walls. The infiltration reduction factor is a multiplier for the measured infiltration rate and should be less than one. It is the same as the inverse of a safety factor. For example, a safety factor of 2 is equal to a reduction factor of 0.5. Infiltration occurs only through the bottom of the facility if the wetted surface area option is turned off. Otherwise the entire wetted surface area is used for infiltration. After the model is run and flow is routed through the infiltration facility the total volume infiltrated, total volume through the riser, total volume through the facility, and percent infiltrated are reported on the screen. If the percent infiltrated is 100% then there is no surface discharge from the facility. The percent infiltrated can be less than 100% as long as the surface discharge does not exceed Ecology’s flow control standards.


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AUTOPOND

AutoPond automatically creates a pond size and designs the outlet structure to meet Ecology’s flow duration criteria. The user can either create a pond from scratch or optimize an existing pond design. AutoPond requires that the Predeveloped and Mitigated basins be defined prior to using AutoPond. Clicking on the AutoPond button brings up the AutoPond window and the associated AutoPond controls. AutoPond controls: Automatic Pond Adjuster: The slider at the top of the AutoPond window allows the user to decide how thoroughly the pond will be designed for efficiency. The lowest setting (0-1 min) at the left constructs an initial pond with checking it for Ecology’s flow duration criteria. The second setting to the right creates and sizes a pond to pass Ecology’s flow duration criteria; however, the pond is not necessarily optimized. The higher settings increase the amount of optimization. The highest setting (farthest left) will size the most efficient (smallest) pond, but will result in longer computational time. Pond Depth: Pond depth is the total depth of the pond and should include at least one foot of freeboard (above the riser). The pond’s original depth will be used when


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optimizing an existing pond; changing the value in the Pond Depth text box will override any previous set depth value. The default depth is 7 feet. Pond Length to Width Ratio: This bottom length to width ratio will be maintained regardless of the pond size or orientation. The default ratio value is 1.0 Pond Side Slopes: AutoPond assumes that all of the pond’s sides have the same side slope. The side slope is defined as the horizontal distance divided by the vertical. A typical side slope is 3 (3 feet horizontal to every 1 foot vertical). The default side slope value is 3. Choose Outlet Structure: The user has the choice of either 1 orifice and rectangular notch or 3 orifices. If the user wants to select another outlet structure option then the pond must be manually sized. Create Pond: This button creates a pond when the user does not input any pond dimensions or outlet structure information. Any previously input pond information will be deleted. Optimize Pond: This button optimizes an existing pond. It cannot be used if the user has not already created a pond. Accept Pond: This button will stop the AutoPond routine at the last pond size and discharge characteristics that produce a pond that passes Ecology’s flow duration criteria. AutoPond will not stop immediately if the flow duration criteria has not yet been met. The bottom length and width and volume at riser head will be computed by AutoPond; they cannot be input by the user. AutoVault operates the same way as AutoPond. There are some situations where AutoPond (or AutoVault) will not work. These situations occur when complex routing conditions upstream of the pond make it difficult or impossible for AutoPond to determine which land use will be contributing runoff to the pond. For these situations the pond will have to be manually sized.


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STAGE-STORAGE-DISCHARGE TABLE

The stage-storage-discharge table hydraulically represents any facility that requires stormwater routing. The table is automatically generated by WWHM3 when the user inputs storage facility dimensions and outlet structure information. The WWHM3 generates 100 lines of stage, surface area, storage, surface discharge, and infiltration values starting at a stage value of zero (facility bottom height) and increasing in equal increments to the maximum stage value (facility effective depth). When the user or WWHM3 changes a facility dimension (for example, bottom length) or an orifice diameter or height the model immediately recalculates the stage-storage-discharge table. The user can input to WWHM3 a stage-storage-discharge table created elsewhere. A separate element, SSD Table, is required. See the SSD Table description below for more information on how to load such a table to the WWHM3 program.


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HIGH GROUNDWATER/WETLAND

The High Groundwater/Wetland element is a complex element that should only be used in special applications by advanced WWHM3 users. The purpose of the high groundwater/wetland element is to model hydrologic conditions where high groundwater rises to the surface (or near the surface) and reduces the ability of water to infiltrate into the soil. The element can be used to represent wetland conditions with surface ponding where the discharge from the wetland is via a surface release. The user is given the choice of using either a natural channel, berm/weir, or control structure to determine the release characteristics. The element provides default values for some of the parameters, especially as they relate to high groundwater. The user should be fully familiar with these parameters and the appropriate values for their site prior to attempting to use this element. The high groundwater parameter definitions are shown below. Cohension water porosity: soil pore space in micropores. Gravitational water porosity: soil pore space in macropores in the lower and groundwater layers of the soil column.


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Upper gravitation water porosity: soil pore space in macropores in the upper layer of the soil column. Upper zone storage factor: portion of the water stored in macropores in the upper soil layer which will not surface discharge, but will percolate, evaporate or transpire. Lower zone storage factor: portion of the water stored in micropores in the lower soil layer which will not gravity drain, but will evaporate or transpire. Additional documentation is available in “WWHM3 Description of HSPF High Groundwater Parameters” available from the Washington State Department of Ecology.


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CHANNEL

The Channel element is a new feature in WWHM3. Channel allows the user to route runoff from a basin or facility through an open channel to a downstream destination. The channel cross section is represented by a trapezoid and is used with Manning’s equation to calculate discharge from the channel. If a trapezoid does not accurately represent the cross section then the user should represent the channel with an independently calculated SSD Table element or use the Use X-Sections option. The user inputs channel bottom width, channel length, channel bottom slope, channel left and right side slopes, maximum channel depth, and the channel’s roughness coefficient (Manning’s n value). The user can select channel type and associated Manning’s n from a table list directly above the Channel Dimension information or directly input the channel’s Manning’s n value. The channel is used to represent a natural or artificial open channel through which water is routed. It can be used to connect a basin to a pond or a pond to a pond or multiple channels can linked together.


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FLOW SPLITTER

The flow splitter divides the runoff and sends it to two difference destinations. The splitter has a primary exit (exit 1) and a secondary exit (exit 2). The user defines how the flow is split between these two exits. The user can define a flow control structure with a riser and one to three orifices for each exit. The flow control structure works the same way as the pond outlet structure, with the user setting the riser height and diameter, the riser weir type (flat, rectangular notch, V-notch, or Sutro), and the orifice diameter and height.


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The second option is that the flow split can be based on a flow threshold. The user sets the flow threshold value (cfs) for exit 1 at which flows in excess of the threshold go to exit 2. For example, if the flow threshold is set to 5 cfs then all flows less than or equal to 5 cfs go to exit 1. Exit 2 gets only the excess flow above the 5 cfs threshold (total flow minus exit 1 flow).


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TIME SERIES

The WWHM3 uses time series of precipitation, evaporation, and runoff stored in its database (HSPF WDM file). The user has the option to create or use a time series file external from the WWHM3 in the WWHM3. This may be a time series of flow values created by another HSPF model. An example is offsite runoff entering a project site. If this offsite runoff is in an existing WDM file and is the same period as the WWHM3 data and the same simulation time step (hourly) then it can be linked to the WWHM3 model using the Time Series element. To link the external time series to the WWHM3 the user clicks on the Load WDM button and identifies the external WDM file. The external WDM’s individual time series files are shown in the box immediately below the Load WDM button and under the box heading “Choose Input Dataset”. The selected input dataset is the time series that will be used by the WWHM3. The user also has the option of modifying and/or copying time series files using the options shown in the Functions box. These options are: add, subtract, apply factor (multiply), copy, raise to a power, select a threshold greater than, and select a threshold less than. Once a specific option is selected then by clicking on Run Analysis the time series is appropriately modified.


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The user can also output a time series generated by the WWHM3 using the options shown in the Time Series Out box. The user chooses the appropriate WDM file (WWHM3 can have a maximum of five separate WDM files, but usually has just one) and the time series (output dataset) within the WDM file. This output time series can be saved and later used as an input time series in other WWHM3 models, if appropriate.


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SSD TABLE

The SSD Table is a stage-storage-discharge table externally produced by the user and is identical in format to the stage-storage-discharge tables generated internally by the WWHM3 for ponds, vaults, tanks, and channels. The easiest way to create a SSD Table outside of the WWHM3 is to use a spreadsheet with a separate column for stage, surface area, storage, and discharge (in that order). Save the spreadsheet file as a space or comma-delimited file. A text file can also be created, if more convenient. The SSD Table must use the following units: Stage: feet Surface Area: acres Storage: acre-feet Discharge: cubic feet per second (cfs) A fifth column can be used to create a second discharge (cfs). This second discharge can be infiltration or a second surface discharge. Certain rules apply to the SSD Table whether it is created inside or outside of the WWHM3. These rules are:


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1. Stage (feet) must start at zero and increase with each row. The incremental increase does not have to be consistent.

2. Storage (acre-feet) must start at zero and increase with each row. Storage values

should be physically based on the corresponding depth and surface area, but the WWHM3 does not check externally generated storage values.

3. Discharge (cfs) must start at zero. Discharge does not have to increase with each

row. It can stay constant or even decrease. Discharge cannot be negative. Discharge should be based on the outlet structure’s physical dimensions and characteristics, but the WWHM3 does not check externally generated discharge values.

4. Surface area (acres) is only used if precipitation to and evaporation from the

facility are applied. To input an externally generated SSD Table, first create and save the table outside of the WWHM3. Use the Browse button to locate and load the file into the WWHM3.


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POINT OF COMPLIANCE WWHM3 allows for multiple points of compliance (maximum of 99) in a single project. A point of compliance is defined as the location at which the Predeveloped and Mitigated flows will analyzed for compliance with Ecology’s flow control standard. WWHM2 had a point of compliance icon or element; WWHM3 does not.

The point of compliance is selected by right clicking on the element at which the compliance analysis will be made. In the example above, the point of compliance analysis will be conducted at the outlet of the trapezoidal pond.


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Once the point of compliance has been selected the element is modified on the Schematic screen to include a small box with the letter “A” (for Analysis) in the lower right corner. This identifies the outlet from this element as a point of compliance.


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CONNECTING ELEMENTS

Elements are connected by right clicking on the upstream element (in this example Basin 1) and selecting and then left clicking on the Connect To Element option. By doing so the WWHM3 extends a line from the upstream element to wherever the user wants to connect that element.


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The user extends the connection line to the downstream element (in this example, a pond) and left clicks on the destination element. This action brings up the From Basin to Conveyance box that allows the user to specify which runoff components to route to the downstream element. Stormwater runoff is defined as surface flow + interflow. Both boxes should be checked. Groundwater should not be checked for the standard land development mitigation analysis. Groundwater should only be checked when there is observed and documented base flow occurring from the upstream basin. After the appropriate boxes have been checked click the OK button.


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The final screen will look like the above screen. The basin information screen on the right will show that Basin 1 surface and interflow flows to Trapezoidal Pond 1 (groundwater is not connected).


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ANALYSIS SCREEN

The Analysis tool bar button (third from the left) brings up the Analysis screen where the user can look at the results. The Analysis screen allows the user to analyze and compare flow durations, flow frequency, water quality, hydrographs, and wetland fluctuations.


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The user can analyze all time series datasets or just flow, stage, precipitation, evaporation, or point of compliance (POC) flows by selecting the appropriate tab below the list of the different datasets available for analysis.


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Flow Duration

Flow duration at the point of compliance (POC 1) is the most common analysis. A plot of the flow duration values is shown on the left, the flow values on the right.


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Flow Frequency

Flow frequency plots are shown on the left and the 2-, 5-, 10-, 25-, 50-, and 100-year frequency values are on the right. Flow frequency calculations are based on a Log Pearson Type III distribution of yearly peak flow values.


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Water Quality

The water quality screen allows the user to compute the target volumes and flows for offline and online water quality facilities. Select the dataset 801 POC 1 Mitigated flow for the water quality analysis. Click on the Gear button on the left side of the Water Quality analysis results for the WWHM3 to compute volumes and flows based on Ecology’s water quality facility sizing criterion (91% of total runoff volume) or a criterion selected by the user via View, Options, Scaling Factor Water Quality. An online water quality facility is downstream of the project flow control facility; all of the runoff is routed through an online facility. An offline facility receives only a portion of the total runoff.


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Hydrographs

The user can graph/plot any or all time series data by selecting the Hydrograph tab. The Create Graph screen is shown and the user can select the time series to plot, the time interval (yearly, monthly, daily, or hourly), and type of data (peaks, average, or volume). The selected time series are shown. To graph the selected time series the user clicks on the Graph button.


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The hydrograph shows the yearly maximum/peak flow values for each time series for the entire simulation period (in this example, from 1949 through 1999). The graph can be either saved or printed.


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Wetland Fluctuation This option is still under construction pending selection of appropriate wetland fluctuation criteria by Washington State Department of Ecology wetland specialists.


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REPORTS SCREEN

The Reports tool bar button (fourth from the left) brings up the Report screen where the user can look at all of the project input and output. The project report can be saved or printed.


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TOOLS SCREEN

The Tools screen is accessed with the Tools tool bar (second from the right). The two purposes of the Tools screen are: (1) To allow users to import HSPF PERLND from existing HSPF UCI files and/or view and edit WWHM3 PERLND parameter values. (2) To allow users to export time series datasets. To export a time series dataset click on the Export Dataset box.


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The list of available time series datasets will be shown. The user can select the start and end dates for the data they want to export. The time step (hourly, daily, monthly, yearly) can also be specified. If the user wants daily, monthly, or yearly data the user is given the choice of either selecting the maximum, minimum, or the sum of the hourly values. Click the Export button. The user provides a file name and the format or type of file. The file type can be ASCII, comma delimited, Excel spreadsheet, or Access database. Click Save to save the exported time series file.


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LID ANALYSIS SCREEN

The LID tool bar button (farthest on the right) brings up the Low Impact Development Scenario Generator screen. The LID scenario generator can be used to compare the amount of runoff from different land types and combinations. The user can quickly see how changing the land use affects surface runoff, interflow, groundwater, and evapotranspiration.


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The easiest way to compare different land use scenarios is to place all of them on the same Schematic Editor screen grid. Each basin can then represent a different land use scenario. Because the LID scenario generator only compares runoff volume there is no need to do any routing through a conveyance system or stormwater facility. For this example the three basins are assigned the following land uses: Basin 1: 100 acres C, Forest, Flat Basin 2: 100 acres C, Lawn, Flat Basin 3: 50 acres C, Lawn, Flat; 50 acres Parking Flat Each basin is assigned a different POC (point of compliance) for the LID analysis.


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Click on the Compute LID Base Data button to generate the LID analysis data and summarize the surface runoff, interflow, groundwater, precipitation, evaporation, and total runoff for all of the basins. The results will be shown for each basin in terms of its POC. For the pervious portion of Basin 1 (50 acres of C, Lawn, Flat) the distribution of the precipitation is: Surface runoff = 3.024 inches per year Interflow = 21.171 inches per year Groundwater = 10.910 inches per year Evaporation = 15.375 inches per year To look at the other basins click on the Select POC To arrow and select the basin of interest. The LID analysis results can be presented in terms of either inches per year or acre-feet per year by checking the appropriate box in the lower right portion of the LID analysis screen. To compare the different scenarios side-by-side in a graphical format click on the Display Water Balance Chart.


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The water balance chart graphically displays the runoff distribution for all three land use scenarios side-by-side. The bottom red is the surface runoff. Above in yellow is interflow; then green for groundwater and blue for evaporation. Basin 1 (Scenario 1) is all forest and produces the least amount of surface runoff and interflow (the sum of surface and interflow is the total stormwater runoff). Basin 2 is all lawn; it produces more surface runoff and interflow than Basin 1. Basin 3 is 50% lawn and 50% impervious and produces the largest amount of surface runoff and interflow and the smallest amount of groundwater and evaporation. A maximum of seven scenarios can be graphed at one time.


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OPTIONS

Options can be accessed by going to View, Options. This will bring up the Options screen and the ability to modify the duration standards, water quality scaling factors, and the criteria checker. Duration Criteria The Washington State Department of Ecology’s flow control standard is based on flow duration. The duration criteria are:

1. If the post-development flow duration values exceed any of the predevelopment flow levels between 50% and 100% of the two-year predevelopment peak flow values (100 Percent Threshold) then the flow control standard requirement has not been met.

2. If the post-development flow duration values exceed any of the predevelopment

flow levels between 100% of the two-year and 100% of the 50-year predevelopment peak flow values more than 10 percent of the time (110 Percent Threshold) then the flow control standard has not been met.

3. If more than 50 percent of the flow duration levels exceed the 100 percent

threshold then the flow control standard has not been met.


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The duration criteria in the WWHM3 can be modified by the user if appropriate and the permitting and reviewing agency allows. The user can conduct the duration analysis using either (1) durations based on Predeveloped flow frequency, or (2) durations based on user defined flow values. If using durations based on Predeveloped flow frequency the percent of the lower limit can be changed from the default of the 2-year flow event to a higher or lower percent value. The lower and upper flow frequency limits (2-year and 50-year) also can be changed. If using durations based on user defined flow values click on that option and input the lower and upper flow values. The default pass/fail threshold is 110%. This value can be changed by the user. The duration standards can be changed for a single point of compliance. Click on the Update button once all of the changes have been made. To return to the default values click on the Restore Defaults button. Any change(s) to the default duration standards must be approved by the reviewing and permitting agencies.


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Scaling Factors_Water Quality

The user can change the scaling factors for precipitation (minimum and maximum) and pan evaporation. Neither should be changed without agency approval. The water quality volume percentage is set to 91% of the total runoff volume. If allowed, this percent value can be changed by the user. Click on the Update button once all of the changes have been made. To return to the default values click on the Restore Defaults button.


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APPENDIX A: DEFAULT WWHM3 HSPF PERVIOUS PARAMETER VALUES The default WWHM3 HSPF pervious parameter values are found in the WWHM3 file defaultpers.uci. The default WWHM3 HSPF pervious parameter values are based on the USGS report: Dinicola, R.S. 1990. Characterization and Simulation of Rainfall-Runoff Relations for Headwater Basins in Western King and Snohomish Counties, Washington. Water-Resources Investigations Report 89-4052. U.S. Geological Survey. Tacoma, WA. For some parameters the default WWHM3 HSPF pervious parameter values have been modified from the values listed in the USGS report. These modifications are based on the professional judgment and experience of Clear Creek Solutions staff in modeling Western Washington watersheds with HSPF. HSPF parameter documentation is found in the document: Bicknell, B.R., J.C. Imhoff, J.L. Kittle Jr, T.H. Jobes, and A.S. Donigian Jr. 2001. Hydrological Simulation Program – Fortran, User’s Manual for Version 12. AQUA TERRA Consultants. Mountain View, CA.


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Table 1. WWHM3 Pervious Land Types

PERLND No. Soil Vegetation/Surface Slope

1 A/B Forest Flat 2 A/B Forest Moderate3 A/B Forest Steep 4 A/B Pasture Flat 5 A/B Pasture Moderate6 A/B Pasture Steep 7 A/B Lawn Flat 8 A/B Lawn Moderate9 A/B Lawn Steep

10 C Forest Flat 11 C Forest Moderate12 C Forest Steep 13 C Pasture Flat 14 C Pasture Moderate15 C Pasture Steep 16 C Lawn Flat 17 C Lawn Moderate18 C Lawn Steep 19 Saturated Forest Flat 20 Saturated Forest Moderate21 Saturated Forest Steep 22 Saturated Pasture Flat 23 Saturated Pasture Moderate24 Saturated Pasture Steep 25 Saturated Lawn Flat 26 Saturated Lawn Moderate27 Saturated Lawn Steep 28 C Impervious dispersed on Lawn Flat 29 C Impervious dispersed on Lawn Moderate30 C Impervious dispersed on Lawn Steep 31 A/B Impervious infiltrated on Lawn Flat 32 A/B Impervious infiltrated on Lawn Moderate33 A/B Impervious infiltrated on Lawn Steep 34 Saturated Impervious dispersed on Lawn Flat 35 Saturated Impervious dispersed on Lawn Moderate36 Saturated Impervious dispersed on Lawn Steep


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Table 2. WWHM3 HSPF Pervious Parameter Values – Part I

PERLND No. LZSN INFILT LSUR SLSUR KVARY AGWRC

1 5.0 2.00 400 0.050 0.3 0.996 2 5.0 2.00 400 0.100 0.3 0.996 3 5.0 2.00 400 0.150 0.3 0.996 4 5.0 1.50 400 0.050 0.3 0.996 5 5.0 1.50 400 0.100 0.3 0.996 6 5.0 1.50 400 0.150 0.3 0.996 7 5.0 0.80 400 0.050 0.3 0.996 8 5.0 0.80 400 0.100 0.3 0.996 9 5.0 0.80 400 0.150 0.3 0.996

10 4.5 0.08 400 0.050 0.5 0.996 11 4.5 0.08 400 0.100 0.5 0.996 12 4.5 0.08 400 0.150 0.5 0.996 13 4.5 0.06 400 0.050 0.5 0.996 14 4.5 0.06 400 0.100 0.5 0.996 15 4.5 0.06 400 0.150 0.5 0.996 16 4.5 0.03 400 0.050 0.5 0.996 17 4.5 0.03 400 0.100 0.5 0.996 18 4.5 0.03 400 0.150 0.5 0.996 19 4.0 2.00 100 0.001 0.5 0.996 20 4.0 2.00 100 0.010 0.5 0.996 21 4.0 2.00 100 0.100 0.5 0.996 22 4.0 1.80 100 0.001 0.5 0.996 23 4.0 1.80 100 0.010 0.5 0.996 24 4.0 1.80 100 0.100 0.5 0.996 25 4.0 1.00 100 0.001 0.5 0.996 26 4.0 1.00 100 0.010 0.5 0.996 27 4.0 1.00 100 0.100 0.5 0.996 28 4.5 0.03 400 0.050 0.5 0.996 29 4.5 0.03 400 0.100 0.5 0.996 30 4.5 0.03 400 0.150 0.5 0.996 31 5.0 0.80 400 0.050 0.3 0.996 32 5.0 0.80 400 0.100 0.3 0.996 33 5.0 0.80 400 0.150 0.3 0.996 34 4.0 1.00 100 0.001 0.5 0.996 35 4.0 1.00 100 0.010 0.5 0.996 36 4.0 1.00 100 0.100 0.5 0.996

LZSN: Lower Zone Storage Nominal (inches) INFILT: Infiltration (inches per hour) LSUR: Length of surface flow path (feet) SLSUR: Slope of surface flow path (feet/feet) KVARY: Variable groundwater recession AGWRC: Active Groundwater Recession Constant (per day)


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Table 3. WWHM3 HSPF Pervious Parameter Values – Part II PERLND

No. INFEXP INFILD DEEPFR BASETP AGWETP1 2 2 0 0 0.00 2 2 2 0 0 0.00 3 2 2 0 0 0.00 4 2 2 0 0 0.00 5 2 2 0 0 0.00 6 2 2 0 0 0.00 7 2 2 0 0 0.00 8 2 2 0 0 0.00 9 2 2 0 0 0.00 10 2 2 0 0 0.00 11 2 2 0 0 0.00 12 2 2 0 0 0.00 13 2 2 0 0 0.00 14 2 2 0 0 0.00 15 2 2 0 0 0.00 16 2 2 0 0 0.00 17 2 2 0 0 0.00 18 2 2 0 0 0.00 19 10 2 0 0 0.70 20 10 2 0 0 0.70 21 10 2 0 0 0.70 22 10 2 0 0 0.50 23 10 2 0 0 0.50 24 10 2 0 0 0.50 25 10 2 0 0 0.35 26 10 2 0 0 0.35 27 10 2 0 0 0.35 28 2 2 0 0 0.00 29 2 2 0 0 0.00 30 2 2 0 0 0.00 31 2 2 0 0 0.00 32 2 2 0 0 0.00 33 2 2 0 0 0.00 34 10 2 0 0 0.35 35 10 2 0 0 0.35 36 10 2 0 0 0.35

INFEXP: Infiltration Exponent INFILD: Infiltration ratio (maximum to mean) DEEPFR: Fraction of groundwater to deep aquifer or inactive storage BASETP: Base flow (from groundwater) Evapotranspiration fraction AGWETP: Active Groundwater Evapotranspiration fraction


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Table 4. WWHM3 HSPF Pervious Parameter Values – Part III PERLND

No. CEPSC UZSN NSUR INTFW IRC LZETP 1 0.20 0.50 0.35 0 0.7 0.70 2 0.20 0.50 0.35 0 0.7 0.70 3 0.20 0.50 0.35 0 0.7 0.70 4 0.15 0.50 0.30 0 0.7 0.40 5 0.15 0.50 0.30 0 0.7 0.40 6 0.15 0.50 0.30 0 0.7 0.40 7 0.10 0.50 0.25 0 0.7 0.25 8 0.10 0.50 0.25 0 0.7 0.25 9 0.10 0.50 0.25 0 0.7 0.25 10 0.20 0.50 0.35 6 0.5 0.70 11 0.20 0.50 0.35 6 0.5 0.70 12 0.20 0.30 0.35 6 0.3 0.70 13 0.15 0.40 0.30 6 0.5 0.40 14 0.15 0.40 0.30 6 0.5 0.40 15 0.15 0.25 0.30 6 0.3 0.40 16 0.10 0.25 0.25 6 0.5 0.25 17 0.10 0.25 0.25 6 0.5 0.25 18 0.10 0.15 0.25 6 0.3 0.25 19 0.20 3.00 0.50 1 0.7 0.80 20 0.20 3.00 0.50 1 0.7 0.80 21 0.20 3.00 0.50 1 0.7 0.80 22 0.15 3.00 0.50 1 0.7 0.60 23 0.15 3.00 0.50 1 0.7 0.60 24 0.15 3.00 0.50 1 0.7 0.60 25 0.10 3.00 0.50 1 0.7 0.40 26 0.10 3.00 0.50 1 0.7 0.40 27 0.10 3.00 0.50 1 0.7 0.40 28 0.10 0.25 0.25 6 0.5 0.25 29 0.10 0.25 0.25 6 0.5 0.25 30 0.10 0.15 0.25 6 0.3 0.25 31 0.10 0.50 0.25 0 0.7 0.25 32 0.10 0.50 0.25 0 0.7 0.25 33 0.10 0.50 0.25 0 0.7 0.25 34 0.10 3.00 0.50 1 0.7 0.40 35 0.10 3.00 0.50 1 0.7 0.40 36 0.10 3.00 0.50 1 0.7 0.40

CEPSC: Interception storage (inches) UZSN: Upper Zone Storage Nominal (inches) NSUR: Surface roughness (Manning’s n) INTFW: Interflow index IRC: Interflow Recession Constant (per day) LZETP: Lower Zone Evapotranspiration fraction


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Table 5. WWHM3 HSPF Pervious Parameter Values – Part IV PERLND

No. MELEV BELV GWDATM PCW PGW UPGW 1 400 0 0 0.35 0.38 0.45 2 400 0 0 0.35 0.38 0.45 3 400 0 0 0.35 0.38 0.45 4 400 0 0 0.33 0.35 0.42 5 400 0 0 0.33 0.35 0.42 6 400 0 0 0.33 0.35 0.42 7 400 0 0 0.31 0.33 0.40 8 400 0 0 0.31 0.33 0.40 9 400 0 0 0.31 0.33 0.40 10 400 0 0 0.20 0.23 0.28 11 400 0 0 0.20 0.23 0.28 12 400 0 0 0.20 0.23 0.28 13 400 0 0 0.18 0.20 0.25 14 400 0 0 0.18 0.20 0.25 15 400 0 0 0.18 0.20 0.25 16 400 0 0 0.15 0.17 0.20 17 400 0 0 0.15 0.17 0.20 18 400 0 0 0.15 0.17 0.20 19 400 0 0 0.17 0.20 0.25 20 400 0 0 0.17 0.20 0.25 21 400 0 0 0.17 0.20 0.25 22 400 0 0 0.15 0.17 0.22 23 400 0 0 0.15 0.17 0.22 24 400 0 0 0.15 0.17 0.22 25 400 0 0 0.12 0.15 0.18 26 400 0 0 0.12 0.15 0.18 27 400 0 0 0.12 0.15 0.18 28 400 0 0 0.15 0.17 0.20 29 400 0 0 0.15 0.17 0.20 30 400 0 0 0.15 0.17 0.20 31 400 0 0 0.31 0.33 0.40 32 400 0 0 0.31 0.33 0.40 33 400 0 0 0.31 0.33 0.40 34 400 0 0 0.12 0.15 0.18 35 400 0 0 0.12 0.15 0.18 36 400 0 0 0.12 0.15 0.18

MELEV: Mean surface elevation of the land segment (feet) BELV: Base elevation for active groundwater (feet) GWDATM: Datum for the groundwater elevation (feet) PCW: Cohesion Water Porosity (fraction) PGW: Gravitational Water Porosity (fraction) UPGW: Upper Gravitational Water porosity (fraction) A description of these parameters is in Appendix C.


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Table 6. WWHM3 HSPF Pervious Parameter Values – Part V PERLND

No. STABNO SRRC SREXP IFWSC DELTA UELFAC LELFAC1 1 0.1 0 4 0.2 4 2.5 2 1 0.1 0 4 0.2 4 2.5 3 1 0.1 0 4 0.2 4 2.5 4 1 0.1 0 4 0.2 4 2.5 5 1 0.1 0 4 0.2 4 2.5 6 1 0.1 0 4 0.2 4 2.5 7 1 0.1 0 4 0.2 4 2.5 8 1 0.1 0 4 0.2 4 2.5 9 1 0.1 0 4 0.2 4 2.5 10 1 0.1 0 4 0.2 4 2.5 11 1 0.1 0 4 0.2 4 2.5 12 1 0.1 0 4 0.2 4 2.5 13 1 0.1 0 4 0.2 4 2.5 14 1 0.1 0 4 0.2 4 2.5 15 1 0.1 0 4 0.2 4 2.5 16 1 0.1 0 4 0.2 4 2.5 17 1 0.1 0 4 0.2 4 2.5 18 1 0.1 0 4 0.2 4 2.5 19 1 0.1 0 4 0.2 4 2.5 20 1 0.1 0 4 0.2 4 2.5 21 1 0.1 0 4 0.2 4 2.5 22 1 0.1 0 4 0.2 4 2.5 23 1 0.1 0 4 0.2 4 2.5 24 1 0.1 0 4 0.2 4 2.5 25 1 0.1 0 4 0.2 4 2.5 26 1 0.1 0 4 0.2 4 2.5 27 1 0.1 0 4 0.2 4 2.5 28 1 0.1 0 4 0.2 4 2.5 29 1 0.1 0 4 0.2 4 2.5 30 1 0.1 0 4 0.2 4 2.5 31 1 0.1 0 4 0.2 4 2.5 32 1 0.1 0 4 0.2 4 2.5 33 1 0.1 0 4 0.2 4 2.5 34 1 0.1 0 4 0.2 4 2.5 35 1 0.1 0 4 0.2 4 2.5 36 1 0.1 0 4 0.2 4 2.5

STABNO: User's number for the FTABLE in the FTABLES block which contains the outflow properties from the surface storage SRRC: Surface Runoff Recession Constant (per hour) SREXP: Surface Runoff Exponent IFWSC: Maximum Interflow Storage Capacity when the groundwater elevation is greater than the upper influence elevation (inches)


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DELTA: groundwater tolerance level used to determine transition between regions when high water table conditions are being simulated UELFAC: multiplier on UZSN which gives the upper zone capacity LELFAC: multiplier on LZSN which gives the lower zone capacity The selection of the Table 5 and Table 6 default parameter values is based on limited application of these parameters in Western Washington by the staff of Clear Creek Solutions, Inc.. The parameter values should be used with caution and only after consultation with the Department of Ecology. Different values should only be selected following detailed local soil analysis, a thorough understanding of the parameters and algorithms, and consultation with the Department of Ecology. A description of the Table 5 and Table 6 parameters and algorithms is in a separate document titled “WWHM3 Description of HSPF High Groundwater Parameters” available from the Washington State Department of Ecology.


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Table 7. WWHM3 HSPF Pervious Parameter Values – Part VI PERLND

No. CEPS SURS UZS IFWS LZS AGWS GWVS 1 0 0 0 0 3.0 1 0 2 0 0 0 0 3.0 1 0 3 0 0 0 0 3.0 1 0 4 0 0 0 0 3.0 1 0 5 0 0 0 0 3.0 1 0 6 0 0 0 0 3.0 1 0 7 0 0 0 0 3.0 1 0 8 0 0 0 0 3.0 1 0 9 0 0 0 0 3.0 1 0 10 0 0 0 0 2.5 1 0 11 0 0 0 0 2.5 1 0 12 0 0 0 0 2.5 1 0 13 0 0 0 0 2.5 1 0 14 0 0 0 0 2.5 1 0 15 0 0 0 0 2.5 1 0 16 0 0 0 0 2.5 1 0 17 0 0 0 0 2.5 1 0 18 0 0 0 0 2.5 1 0 19 0 0 0 0 4.2 1 0 20 0 0 0 0 4.2 1 0 21 0 0 0 0 4.2 1 0 22 0 0 0 0 4.2 1 0 23 0 0 0 0 4.2 1 0 24 0 0 0 0 4.2 1 0 25 0 0 0 0 4.2 1 0 26 0 0 0 0 4.2 1 0 27 0 0 0 0 4.2 1 0 28 0 0 0 0 2.5 1 0 29 0 0 0 0 2.5 1 0 30 0 0 0 0 2.5 1 0 31 0 0 0 0 3.0 1 0 32 0 0 0 0 3.0 1 0 33 0 0 0 0 3.0 1 0 34 0 0 0 0 4.2 1 0 35 0 0 0 0 4.2 1 0 36 0 0 0 0 4.2 1 0

CEPS: Initial interception storage (inches) SURS: Initial surface runoff (inches) UZS: Initial Upper Zone Storage (inches) IFWS: Initial interflow (inches) LZS: Initial Lower Zone Storage (inches) AGWS: Initial Active Groundwater storage (inches) GWVS: Initial Groundwater Vertical Slope (feet/feet)


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APPENDIX B: DEFAULT WWHM3 HSPF IMPERVIOUS PARAMETER VALUES The default WWHM3 HSPF impervious parameter values are found in the WWHM3 file defaultpers.uci. The default WWHM3 HSPF impervious parameter values are based on the USGS report: Dinicola, R.S. 1990. Characterization and Simulation of Rainfall-Runoff Relations for Headwater Basins in Western King and Snohomish Counties, Washington. Water-Resources Investigations Report 89-4052. U.S. Geological Survey. Tacoma, WA. For some parameters the default WWHM3 HSPF impervious parameter values have been modified from the values listed in the USGS report. These modifications are based on the professional judgment and experience of Clear Creek Solutions staff in modeling Western Washington watersheds with HSPF. HSPF parameter documentation is found in the document: Bicknell, B.R., J.C. Imhoff, J.L. Kittle Jr, T.H. Jobes, and A.S. Donigian Jr. 2001. Hydrological Simulation Program – Fortran, User’s Manual for Version 12. AQUA TERRA Consultants. Mountain View, CA. Table 1. WWHM3 Impervious Land Types

IMPLND No. Impervious Surface Slope

1 Roads Flat 2 Roads Moderate3 Roads Steep 4 Roofs Flat 5 Driveways Flat 6 Driveways Moderate7 Driveways Steep 8 Sidewalks Flat 9 Sidewalks Moderate

10 Sidewalks Steep 11 Parking Flat 12 Parking Moderate13 Parking Steep 14 Pond Flat


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Table 2. WWHM3 HSPF Impervious Parameter Values – Part I IMPLND

No. LSUR SLSUR NSUR RETSC1 400 0.01 0.10 0.10 2 400 0.05 0.10 0.08 3 400 0.10 0.10 0.05 4 400 0.01 0.10 0.10 5 400 0.01 0.10 0.10 6 400 0.05 0.10 0.08 7 400 0.10 0.10 0.05 8 400 0.01 0.10 0.10 9 400 0.05 0.10 0.08

10 400 0.10 0.10 0.05 11 400 0.01 0.10 0.10 12 400 0.05 0.10 0.08 13 400 0.10 0.10 0.05 14 400 0.01 0.10 0.10

LSUR: Length of surface flow path (feet) for impervious area SLSUR: Slope of surface flow path (feet/feet) for impervious area NSUR: Surface roughness (Manning’s n) for impervious area RETSC: Surface retention storage (inches) for impervious area


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Table 3. WWHM3 HSPF Impervious Parameter Values – Part II IMPLND

No. RETS SURS 1 0 0 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0

10 0 0 11 0 0 12 0 0 13 0 0 14 0 0

RETSC: Initial surface retention storage (inches) for impervious area SURS: Initial surface runoff (inches) for impervious area

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Western Washington Hydrology Model Version 3.0 User Manual · Western Washington Hydrology Model Version 3.0 User Manual 1 INTRODUCTION The WWHM3 is the third edition of the Western